JP4505105B2 - Shield tunnel lining method and lining structure thereof - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a tunnel lining method and its lining structure.
[0002]
[Prior art]
Conventionally, in the shield method, mainly as a primary lining structure that resists soil water pressure, a steel segment or synthetic segment is assembled in the form of a ring at the site, and the purpose of corrosion prevention, fire prevention, water stoppage, aesthetics, etc. For this reason, tunnel lining structures were constructed by applying secondary lining with cast-in-place concrete as needed.
[0003]
[Problems to be solved by the invention]
The shield method has been applied to various tunnels due to advances in design and construction techniques, and tunnels with various cross-sectional shapes and large cross-sections have been constructed. However, as the cross section of the tunnel increases in size and the cross-sectional shape becomes more complex, the cross-sectional force acting on the tunnel lining increases, leading to an increase in the size and weight of the segment that constructs the primary lining structure of the tunnel. Problems such as a decrease in transportability and workability, an increase in the size of heavy machinery, and an associated increase in construction costs are problems.
[0004]
In particular, in the case of the conventional construction method, it is necessary to provide a new secondary lining for surface finishing after the primary lining is constructed with steel segments or synthetic segments. Thus, there are problems that the construction becomes complicated, the construction period becomes long, and the construction cost becomes high.
[0005]
The present invention solves the above-mentioned conventional problems, and even if the tunnel is enlarged and complicated, the segment which is the main element of the tunnel lining structure is not enlarged, complicated, and workability is improved. It is an object to provide a tunnel lining method that can be improved and a tunnel lining structure.
[0006]
[Means for Solving the Problems]
In order to solve the above problems, the present invention is configured as follows.
[0007]
A first invention is a shield tunnel lining method in which segments are constructed and constructed on the inner surface of a lining, and a large number of steel segments are arranged in series along a tunnel excavation cross-sectional shape during tunnel excavation, and a temporary lining body As a flange material is added to the inner side of the tunnel, and the steel segment and the flange material are connected by a web material. Steel structure It is characterized by constructing the lining body of the main tunnel.
[0008]
The second invention is characterized by a shield tunnel lining structure constructed by carrying out the shield tunnel lining method of the first invention.
[0009]
According to a third invention, in the shield tunnel lining structure of the second invention, a steel temporary segment used as a part of the lining structure of the permanent tunnel is characterized.
[0010]
According to a fourth aspect of the present invention, in the first or second aspect, the lining body of the permanent tunnel has a truss structure, and the steel segment and the flange material that also serve as the temporary portion are covered with the chord material. Features a construction structure.
[0011]
In a fifth invention, the lining body of the permanent tunnel in the first or second invention is a steel-concrete composite structure, the steel segment and the flange material are configured as main reinforcing steel materials, and the web material is a shear main material. Characterized by the lining structure of a permanent tunnel constructed as a reinforced steel material.
[0012]
The sixth invention is characterized by a shield tunnel lining structure in which the compression main reinforcing steel members of the steel-concrete composite structure of the lining body of the permanent tunnel according to the fifth invention are connected by bearing support.
[0013]
According to the present invention, the construction is a temporary lining body at the time of construction, and after the construction is completed, the steel segment constituting the permanent tunnel lining body in combination with the flange material, and the flange By combining with the material, even when constructing the lining structure of a large section tunnel, the size of the segment can be kept as low as possible, the structure can be simplified, and the workability can be improved. In addition, the composite structure of the segments further improves the strength, the lining body has a truss structure, and the flange material and web material are made of the main reinforcing steel material. Can be strong.
[0014]
DETAILED DESCRIPTION OF THE INVENTION
Next, embodiments of the present invention will be described in detail with reference to the drawings. FIGS. 1 to 3 show a step of performing the tunnel lining method while connecting the steel segment shown in FIG. 8 and the inner chord unit shown in FIG. 9 (referred to as a flange material in the claims) with a web member. FIG. 1 is a partially longitudinal front view, and FIG. 1 shows a state in which an outer chord member (skin plate of a segment) is assembled and struts are arranged. 2 shows a state in which the inner chord material is assembled inside the outer chord material, and FIG. 3 shows a state in which the inner chord material is assembled inside the outer chord material and concrete is placed to form a composite lining structure. Show.
[0015]
4-7 is an expanded sectional view of each part of the synthetic lining structure shown in FIG. 8 and 9 show a steel segment and an inner chord material unit used in the synthetic lining structure. 10 and 11 are a longitudinal sectional front view and a longitudinal sectional side view showing a state in which shear reinforcing bars extending in the tunnel axis direction are arranged in the tunnel lining structure of FIG.
[0016]
In the present invention, the steel segment 2 is not used as a lining body for a main tunnel alone, but is a temporary lining body at the time of tunnel excavation, and an inner string material unit ( By combining with the flange member 13, the steel segment 2 and the inner chord unit 13 are combined to construct a lining body for the main tunnel.
[0017]
This will be described in order below. First, FIGS. 8A and 8B show a first example of the steel segment 2 used in this embodiment. This steel segment 2 is provided with a steel plate main beam (main girder) 1 made of a strip-like thick plate, and a plurality (four in the case of illustration) arranged to extend in a direction perpendicular to the tunnel axis direction (left and right direction). The steel plate main material 1 made of steel plate is arranged in parallel at intervals in the tunnel axis direction (front-rear direction).
[0018]
The plate thickness of the steel beam main material 1 at the front and rear portions in the tunnel axis direction is a steel plate having a thickness smaller than the thickness of the steel beam main material 1 located at the middle portion, and the tunnel of each steel beam main material 1 is used. The upper end surface (upper portion in FIG. 8a) located on the natural mountain 11 side is arranged so as to be located in the same plane (in the case of illustration) or the same arc shape, and the steel skin plate 4 abuts on this portion. The steel beam main material 1 is fixed by welding.
[0019]
A large number of reinforcing members (vertical ribs) 3 are arranged in parallel in the longitudinal direction of the steel plate beam main material 1 so as to extend in the tunnel axis direction between the steel plate beam main materials 1 adjacent in the tunnel axis direction. Is done. The reinforcing members (vertical ribs) 3 are arranged so that the leading edges of the horizontal plates 3b of the pair of short steel plate members 3a having an L-shaped cross section are in contact with each other, and are formed in a U-shaped cross section.
[0020]
The steel plate reinforcing member 3 is formed so as to extend in the tunnel axis direction, and its front end portion, rear end portion, and upper end portion are in contact with the steel skin plate 4 and the steel plate beam main material 1. It is fixed integrally by welding or the like. Further, the steel plate reinforcing members 3 that are adjacent to each other in the tunnel axis direction via the steel beam main material 1 are arranged in series so that the member center lines in the tunnel axis direction are the same.
[0021]
The steel plate reinforcing member (vertical rib) 3 has a U-shaped cross section when the steel beam main material 1 receives the jack reaction force of the tunneling machine, so that it buckles even if it receives a large jack reaction force. Without being transmitted to the rear steel segment (or the temporary support work described later formed by connecting them). Moreover, since it is formed at a height close to the height of the steel beam main material 1, it is transmitted to the steel segment 2 on the rear side without becoming an eccentric load even if it receives a jack reaction force of the tunnel machine. be able to.
[0022]
The plurality of steel plate beam main members 1 and the steel plate reinforcing members 3 form a lattice-shaped frame member. Further, the steel plate beam main members (main girders) 1 and the U-shaped reinforcing members (vertical ribs) 3 The steel skin plate 4 is disposed over these end surfaces, and the steel skin plate 4 is fixed by continuous welding to form a steel segment 2. Has been.
[0023]
A large number of bolt insertion through holes 5 are provided at both left and right ends of the steel beam main material 1 having an axis extending in the vertical direction and extending in the tunnel axis direction with an interval in the horizontal direction. In addition, the end plates 35 are parallel to the reinforcing member 3 across the side surfaces of the steel beam main beams 1 adjacent to each other in the longitudinal direction on both side surfaces in the longitudinal direction (left and right direction) of the steel beam main beam 1. The end plate 35 has a plurality of (two in the illustrated example) bolt insertion through holes spaced apart in the tunnel axis direction. Is provided .
[0024]
One side surface of the end plate 35 and the end surface of the steel beam main member 1 are arranged on the same vertical plane, and a water-swellable water-stopping material is attached to the end plate 35 and the end surface of the steel beam main member 1. It is attached, or a recess is formed and a part of the water-stopping material is fitted (not shown).
[0025]
A plurality of through holes 6 for inserting bolts are provided at the upper part of the steel plate main material 1 at both the front and rear ends in the steel segment 2 at intervals in the left-right direction (longitudinal direction of the steel plate main material 1). The through-holes 6 are provided for connecting the steel segments 2 adjacent in the tunnel axial direction with bolts 9, and a large number of the steel segments 2 are connected in the tunnel circumferential direction using the bolt insertion through-holes 5. Thus, the outer outer chord material 1A can be constructed, and the outer chord materials 1A adjacent in the tunnel axis direction can be connected to each other.
[0026]
A plurality of steel gusset plates 7 are arranged in the lower part (inner side of the tunnel) of the steel beam main material 1 within the thickness of the steel beam main material 1 at intervals in the left-right direction. The base end of the gusset plate 7 is fixed to the steel beam main member 1 by welding at the center of the plate thickness.
[0027]
The outer surface of the steel beam main member 1 and the side surface of the steel gusset plate 7 are disposed so as to be positioned in the same plane with respect to the steel beam main member 1 on the front end side and the rear end side in the tunnel axial direction, The base side of the gusset plate 7 is attached to the steel plate main material 1 by welding. In addition, a plurality of bolt insertion through holes 23 are provided on both the left and right sides of the gusset plate 7 at intervals in the center line shape inclined in the vertical direction and having an axis in the front-rear direction.
[0028]
The plurality of steel plate main members 1, skin plates 4, reinforcing members 3, and the like constitute a unit steel segment 2 having the steel plate main members 1.
[0029]
Next, according to FIGS. 1 to 3 and FIGS. 4 to 7, the steel segment 2 becomes a temporary covering body during tunnel excavation, and the inner chord material unit 13 is inserted through a web member in a subsequent process. (The flange material, the details will be described later) will be described in conjunction with the process of becoming the lining body of the permanent tunnel.
[0030]
As shown in FIGS. 1 to 3, the steel segments 2 are arranged in series along a tunnel excavation cross-sectional shape perpendicular to the tunnel axis direction, and the steel plate main material 1 is linearly connected in series. Two sheets having a plurality of bolt insertion through holes and an end plate insertion recess 37 on one side in the longitudinal direction over the front side and the rear side of the ends of adjacent steel plate beam main members 1 that are arranged. The connecting steel plates 8 made of thick plates are arranged so as to be polymerized.
[0031]
Further, the connecting steel plates 8 and the high tension bolts 9 inserted through the through holes of the steel beam main material 1 and the through holes of the two connecting steel plates 8 and nuts screwed to the high tension bolts 9 are provided. The steel plate main material 1 is tightened.
[0032]
In addition, the end plates 35 in the steel segments 2 adjacent to each other in the direction perpendicular to the tunnel axis direction are polymerized, and inserted through the through holes of the end plate 35 with a water blocking material interposed as necessary. The bolt 36 and the nut screwed on the bolt 36 are tightened. In addition, a rectangular annular temporary support 10 having an outer outer chord 1A extending so as to extend in a direction perpendicular to the tunnel axis direction to which the steel segments 2 are connected is formed.
[0033]
Further, the steel segment 2 disposed on the upper side of the tunnel and the steel segment 2 disposed on the lower side of the tunnel are spaced apart in the direction of the tunnel axis and in the direction perpendicular thereto as necessary as shown in FIG. A support column 10 is provided to prevent the collapse of the tunnel.
[0034]
In addition, a temporary support 10 constructed by arranging a number of steel segments 2 in series or staggered in the tunnel axis direction is arranged in series in the tunnel axis direction, and the steel plate reinforcing member 3 is aligned in the tunnel axis direction. The steel beam main members 1 are arranged in parallel at intervals.
[0035]
The temporary supporters 10 adjacent to each other in the tunnel axial direction are connected to the bolt insertion through holes 6 of the steel beam main material 1 on the rear end side of the temporary supporter 10 located at the front part and the temporary supporter 10 located at the rear part. The tightening bolt 23 inserted through the bolt insertion through hole 6 of the steel beam main material 1 on the front end side and the nut bolted to the tightening bolt 23 were continuously tightened to cover the entire inner peripheral surface of the tunnel. A temporary supporting work 10 is formed.
[0036]
In addition, what is necessary is just to arrange | position the L-shaped steel segment 2 suitably in the tunnel corner part of a rectangular cross section. Thus, in the state assembled along the tunnel cross section, the temporary support 10 is in a steel shell state with a closed cross section, and thus can exert a large supporting force with respect to the natural ground.
[0037]
Next, with reference to FIG. 9, the structure of the inner side chord material unit 13 provided with the steel inner side beam material arrange | positioned inside the said temporary supporting work 10 is demonstrated. The inner chord material unit 13 includes an inner beam member 14, a surface plate 15, an end joint plate 16, and a gusset plate 18.
[0038]
More specifically, as shown in FIGS. 9 (a) and 9 (b), the inner chord material unit (referred to as a flange member in the claims) 13 includes an inner beam made of a plurality of (in the illustrated case, four) thick steel plates. A material 14 is provided. The inner beam members 14 are arranged so as to extend in a direction perpendicular to the tunnel axis direction (left-right direction), and are arranged vertically in parallel with an interval in the tunnel axis direction (front-rear direction) arranged vertically. Be placed.
[0039]
The lower surface (tunnel inner surface side) of the inner beam member 14 is disposed on a flat surface plate 15 made of a thick steel plate that also serves as a surface finish material and a structural material for forming the inner wall surface of the tunnel. It is fixed integrally. Moreover, the space | interval of the front-back direction of the said inner side beam material 14 is arrange | positioned at the same space | interval as the space | interval of the front-back direction of the steel plate main material 1 in the steel segment 2 arrange | positioned at the said natural ground 11 side (outside).
[0040]
At both left and right ends of the inner beam member 14, steel plate end joint plates 16 are arranged to extend in the tunnel axis direction so as to be the same height as the beam height of the inner beam member 14. The end of the material 14 and the end of the surface plate 15 are brought into contact with each other at a right angle, and these are fixed integrally by fillet welding or full penetration welding. The end joint plate 16 is provided with a number of through holes 17 for inserting bolts at intervals in the vertical direction and at intervals in the tunnel axis direction.
[0041]
In the inner chord unit 13, the intermediate portion in the front-rear direction and the upper portion of the inner beam member 14 at the front and rear ends (tunnel ground side) are made of a plurality of steels spaced in the left-right direction (the longitudinal direction of the inner beam member 14). The gusset plate 18 is disposed, and one side surface of the steel gusset plate 18 disposed at the front and rear ends in the tunnel axis direction and the outer surface of the inner beam main member 14 are arranged in the same plane, and the gusset plate 18 The base side is attached to the inner beam main member 14 by welding.
[0042]
On both the left and right sides of each gusset plate 18, a plurality of bolt insertion through holes 19 having a longitudinal axis and spaced apart on a center line inclined in the vertical direction are provided, and the steel gusset plate 18 is attached so that it may be located in the intermediate part of the gusset plate 7 adjacent to the steel segment 2 in the left-right direction.
[0043]
The lining process will be described with reference to FIGS. 1 to 7. In the state where the inner string material unit 13 and the support column 12 are temporarily installed (FIG. 1), as shown in FIGS. 2 and 4 to 7, A diagonal member 33 made of equilateral mountain-shaped steel is brought into contact with both front and back sides of each gusset plate 7 attached to the steel plate main beam 1 in the steel segment 2, and bolts 36 inserted through these through holes and screwed thereto. The upper part of the diagonal member 33 is fixed to the steel plate main member 1 by means of a combined nut.
[0044]
Next, the lower portion of each diagonal member 33 is arranged on both the front and back surfaces of each steel gusset plate 18 in the inner string member unit 13, and the bolt 37 inserted through the steel gusset plate 18 and the through hole of the diagonal member 33 and The two members are tightened together by a nut screwed into the nut to be firmly integrated. The diagonal members 33 are arranged and coupled in a state of being inclined at 60 degrees with respect to the steel plate main beam 1 or the inner beam main member 14 so as to form an equilateral triangular truss structure.
[0045]
In this way, the inner chord material units 13 are arranged in series in the circumferential direction of the tunnel, and the inner chord material units 13 adjacent to each other in the tunnel circumferential direction have a steel end portion as shown in FIGS. The joint plates 16 are brought into contact with each other so as to overlap each other, and nuts are screwed and tightened to bolts 38 inserted through the through holes provided in the end joint plates 16 so as to be adjacent to each other in the circumferential direction of the tunnel. The end joint plates 16 are firmly connected and coupled to each other to form an inner string member 13A.
[0046]
Further, the inner beam members 14 at the ends of the steel inner chord member unit 13 are in contact with each other in the tunnel axis direction. As shown in FIG. 2, a truss structure is formed which includes an outer chord member 1A, an inner chord member 13A, and a large number of diagonal members 33 bolted to them. The inner beam member 14 at the rear end in the front side steel inner chord material unit 13 adjacent to the tunnel axis direction and the inner beam member 14 at the front end in the rear side steel inner chord material unit 13 are brought into contact with each other. Alternatively, a through hole may be provided and the bolts may be joined together by a bolt.
[0047]
Next, as shown in FIGS. 3, 4, and 6, from a concrete insertion portion (not shown) provided on the surface plate 15 in the space between the steel inner chord member 13A and the outer chord member 1A. Concrete 30 is filled, and a tunnel lining structure of a triple structure in which the steel outer chord 1A, the steel inner chord 13A, and the hardened concrete 30 are integrated is formed. Moreover, since the concrete 30 is disposed between the outer steel string member 1A and the inner steel string member 13A and a large number of diagonal members 33, the deformation is constrained, so that the tunnel lining with high shear rigidity is provided. It can be a structure.
[0048]
[Tunnel lining construction procedure] Next, a procedure for constructing and constructing the tunnel lining structure of the present invention will be described with reference to FIGS.
[0049]
First, the outer cross section of the tunnel is dug into a rectangular shape such as a rectangle by a shield machine or an appropriate excavator, and is arranged on the ground 11 side as shown in FIG. 1 in the machine on the rear side of the machine. The steel segments 2 are sequentially assembled to form a temporary support 10 and used as a structural material for the tunnel lining structure for the main construction. The upper part of the diagonal member 33 made of a letter-shaped equilateral angle steel is arranged on both sides of the upper steel gusset plate 7.
[0050]
Further, a bolt 36 is inserted into the through hole of the member and is temporarily fixed by a nut screwed into the bolt 36, and the diagonal member 33 is attached to the steel segment 2. In this state, the inner chord member unit 13 is The gusset plate 18 in the inner chord material unit 13 is arranged between the diagonal members 33 so as to face the upper steel segment 2 in parallel with a space therebetween, and the through hole of the gusset plate 18 And a bolt 37 inserted through the lower through hole of the diagonal member 33 and a nut screwed into the bolt 37, and the diagonal member 33 and the gusset plate 7 in the upper steel segment 2 in the temporarily fixed state. The bolt 36 temporarily fixing is firmly tightened and firmly fixed integrally.
[0051]
The steel diagonal member 33 may be attached to the steel plate main beam 1 in advance or at an appropriate time. In addition, after the inner chord material unit 13 is attached, it is possible to easily attach the adjacent diagonal member 33 using the inner chord material unit 13 as a scaffold on the upper side, and to easily adjust the position of the steel segment 2. Can be done.
[0052]
In this state, the steel beam main member 1 in the upper steel segment 2 of the outer chord member 1A and the inner beam member 14 in the inner chord unit 13 are connected in parallel by a diagonal member 33 in a parallel state to form a truss structure. Thus, the composite beam material has a large bending rigidity, and such a composite beam material is arranged in parallel with a relatively short interval in the tunnel axis direction.
[0053]
A composite structure of steel and concrete in which the fluidized concrete 30 is filled and hardened from the surface material side inside the tunnel in this state, and the outer chord 1A, the inner chord 13A and the hardened concrete 30 are integrally synthesized. A tunnel lining is built.
[0054]
Further, since the inner beam member 14 is provided with a surface plate 15, when the surface plate 15 is disposed on the upper side in the tunnel, the inner beam member 14 is in a fluid state between the outer chord member 1 </ b> A and the inner beam member 14. The function of the member which supports the load of the concrete 30 at the time of filling the concrete 30, and a formwork can be fulfilled.
[0055]
When the surface material 15 is arranged on the lower surface side in the tunnel, the concrete 30 on the inner surface side of the tunnel can be filled along this shape, and the outer chord material 1A is arranged on the lower side of the tunnel. In this case, since the bending rigidity is large and it is arranged on the tension edge side, it can be reliably supported even when a large load such as a truck traveling in the tunnel is applied.
[0056]
In this case, as shown in FIG. 10, the outer chord member 1A and the inner beam member 14 are disposed so as to extend in the tunnel axis direction, and are spaced in a direction perpendicular to the tunnel axis direction. If a plurality of shear reinforcing bars 34 are arranged, the integration of the steel segments 2 or the inner beam members 14 adjacent to each other in the tunnel axis direction can be increased, and the shear rigidity of the tunnel lining structure of the composite structure can be increased. . Further, the temporary support column 12 other than the temporary support column or the support wall used in the temporary support column 12 is removed, and what is used as the permanent support column is appropriately arranged with reinforcement, concrete, etc. The fireproof coating 39 (see FIGS. 2 and 3) is performed.
[0057]
In addition, the support | pillar 12 which supports the intermediate part of the said outer side chord material 1A is arranged in the surface board 15 in the inner chord material unit 13A, when arrange | positioning between the steel-beam main materials 1 adjacent to a tunnel axial direction. In addition, an opening may be provided partially on the end side in the circumferential direction of the tunnel, and when the support column 12 is disposed inside the inner chord material unit 13, it is located on the inner side (the inner side of the tunnel). It may be replaced as follows.
[0058]
Further, as shown in FIG. 10, when the shear reinforcement bar 34 is arranged so as to extend in the longitudinal direction of the tunnel, the steel support 10 and the steel inner chord 13A adjacent to each other in the tunnel axial direction and the composite structure thereof are used. Thus, the shear strength in the direction perpendicular to the tunnel axis direction of the tunnel can be dramatically increased. Therefore, the shear stiffness, bending stiffness, and bending strength of the tunnel lining during an earthquake can be increased.
[0059]
When carrying out the present invention, when the steel beam main material 1 is formed in an arc shape to form the arc-shaped steel segment 2 and the inner beam material 14 is formed in an arc shape to form the arc-shaped chord material unit 13, a circular cross section or the like Tunnel lining structure.
[0060]
【The invention's effect】
According to the shield tunnel lining method and the lining structure according to the present invention, the steel segment is used as a temporary lining body during tunnel excavation, and is connected to the steel segment by the web material and the web material. Since the lining body of the main tunnel is constructed by adding the flange material, even if the tunnel section becomes larger and the steel segment that functions as the primary lining during temporary installation becomes larger, the steel segment Weight and bulkiness can be suppressed as small as possible, and workability is improved. Therefore, as in the prior art, the increase in the segment weight is caused by the enlargement of the cross section of the tunnel, and problems such as transportability, transportability, and workability can be solved smoothly. Moreover, when a permanent tunnel is constructed by adding a flange material to a steel segment, the permanent tunnel lining structure has a high rigidity and a reasonable tunnel lining structure.
[0061]
Furthermore, the web member that joins the steel segment and the flange member is an oblique material, and the lining structure is a steel-concrete composite structure, etc. effect Is further improved.
[Brief description of the drawings]
FIG. 1 is a partially longitudinal front view showing a state in which an outer chord material is assembled and struts are arranged by a tunnel lining method according to an embodiment of the present invention.
FIG. 2 is a partially longitudinal front view showing a state in which an inner chord member is assembled inside an outer chord member by a tunnel lining method according to an embodiment of the present invention.
FIG. 3 shows a tunnel lining structure in which a composite lining structure is formed by assembling an inner chord material inside an outer chord material and placing concrete on the inner side of the outer chord material by a tunnel lining method according to an embodiment of the present invention. FIG.
4 is a partially longitudinal front view showing an enlarged middle portion between an outer chord member and an inner chord member in the upper part of FIG. 3;
5 is a cross-sectional view taken along line AA in FIG.
6 is a partially longitudinal front view showing, in an enlarged manner, a joint portion between the outer chord member and the inner chord member in the upper part of FIG. 3;
7 is a cross-sectional view taken along line BB in FIG.
8A and 8B show a steel segment, in which FIG. 8A is a partially longitudinal front view, and FIG. 8B is a cross-sectional view taken along the line C-C.
FIGS. 9A and 9B show an inner chord material unit, in which FIG. 9A is a partially longitudinal front view, and FIG. 9B is a sectional view taken along the line DD of FIG.
10 is a longitudinal sectional front view showing a state in which a shear reinforcement bar extending in the tunnel axis direction is arranged in the tunnel lining structure of FIG. 4; FIG.
11 is a longitudinal side view of FIG.
[Explanation of symbols]
1 Steel plate main material
1A Outer chord material
2 Steel segment
3 Reinforcing members
4 Skin plate
5 Bolt insertion hole
6 Bolt insertion hole
7 Gusset plate
8 Steel plate for connection
9 High tension bolt
10 Temporary support work
11
12 Temporary strut
13 Inner string unit
13A Inner string material
14 Inner beam material
15 Surface plate
16 Steel end beam
17 Bolt insertion hole
18 Steel gusset plate
19 Bolt insertion hole
20 Steel segment
21 Temporary support
22 Stirrup muscle
23 volts
24 Steel main girder
25 Reinforcement rib
26 Skin plate
27 Outer main reinforcement
28 Inner main reinforcement
29 Legs
30 concrete
31 Primary lining
32 Secondary lining
33 diagonal
34 Shear reinforcement bar
35 End plate
36 volts
37 End plate insertion recess
38 volts
39 Fireproof coating
40 Steel sheet segment
41 skin plate
42 Inside steel plate
43 Side plate
44 Main digit
45 Locking plate
46 Rebar detachment prevention plate
47 Gusset plate
48 Locking groove
49 Shear reinforcement

Claims (6)

In the shield tunnel lining method that constructs and constructs the segment on the lining inner surface,
A large number of steel segments are arranged in series along the tunnel excavation cross-sectional shape during tunnel excavation and used as a temporary lining body, and a flange material is added to the inner side of the tunnel, and the steel segment and the flange material are A shield tunnel lining method characterized in that a lining body for a steel structure permanent tunnel is constructed by being connected by a web material.   A shield tunnel lining structure constructed by performing the shield tunnel lining method according to claim 1.   The shield tunnel lining structure according to claim 2, wherein the steel temporary segment is used as a part of the lining structure of the permanent tunnel.   The lining body of the permanent tunnel according to claim 1 or 2 has a truss structure, the steel segment that also serves as a temporary portion and the flange material are configured as a chord material, and the web material is configured as an oblique material. Lining structure.   The main tunnel lining body according to claim 1 or 2 is a steel-concrete composite structure, the steel segment and the flange material are configured as a main reinforcing steel material, and the web material is configured as a shear main reinforcing steel material. Tunnel lining structure.   A shield tunnel lining structure characterized in that the main compression steel members of the steel-concrete composite structure of the lining body of the permanent tunnel according to claim 5 are connected by bearing support.

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